Design of RCC Multi Story
Parking at PMU Group 4
Ahmed Kamal 201502884
Feras Al Khalil 201500034
Murtadah Al Jutail 201302673
Mohammed Al Ouf 201303081
Advisors:
Engr. Danish Ahmed
Dr. Tahar Ayadat
Coordinator:
Dr. Andi Asiz
Learning Outcome Assessment III (Senior Design Project)
Spring 2019 Final Presentation
1
Outline
• Introduction
• Objective
• Car Park Regulation
• Structural Elements
• Steel Reinforcements
• Geotechnical
• Constraints
• Cost Estimation
• References2
Introduction
• Shortage in Car Parks
• Expected Increase of Population
• Problem will Propagate.
• Concrete Multi-Story Car Park
• Structural and Geotechnical Design
• Cost Estimation
3
Objective
Design a multi-story car park:
o To provide safe and easily accessible area for car parking.
o Modeling using ETABS for structural design.
o Geotechnical design of the foundation system.
o To estimate the total cost for construction.
4
Location
5
Original Layout
6
Arch Daily (2009)
Modified Layout
7
90m
84 m
Grid Line
8
Elevation:
• 3.5 m/floor
Total Height:
• 14 m
Parking Dimensions
• Width
• Length
• Drive Way
• Ramp
• Min. Clearance
• No. of Exits
9(Edited): (Shakri., Khairuddin, 2015)
Ramp
10
Description Dimensions
Ramp slope 11% *
Angle of departure 11%
Angle of approaches 11%
Ramp Live load 5 KN/m2
Ramp length 35 m
Ramp width 3.9 m
* Ramp slope 11% = each 1 m increase the height by 11 cm
According to MOMRA Codes and SBC (301)
Slab Design
• Flat Slab No Beams
• 𝑅𝑎𝑡𝑖𝑜 =𝐿𝑜𝑛𝑔𝑒𝑟 𝑠𝑝𝑎𝑛
𝑠ℎ𝑜𝑟𝑡𝑒𝑟 𝑠𝑝𝑎𝑛= Τ17.7
9.5 = 1.86 < 2
• Ratio <2 Two way slab
• 𝑆𝑙𝑎𝑏 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 =𝐿
33=
17.7
33= 0.53 𝑚 ≈ 0.55 𝑚 (SBC 304)
11
Loads
• Live Load = 2 KN/m2
• Dead Load = Ɣ𝑡 = 24 𝑥 0.55 = 13.2 𝐾𝑁/𝑚2
• Mechanical Load = 0.5 KN/m2
(all loads from SBC 301)
12
Central Columns
Center Columns
Floor Columns Dimensions
G 900 mm X 900 mm
1 800 mm X 800 mm
2 650 mm X 650 mm
3 450 mm X 450 mm
13
𝑃𝑢 = ∅𝑟(0.85𝑓′𝑐 𝐴𝑔 − 𝐴𝑠𝑡 + 𝑓𝑦𝐴𝑠𝑡) (Wight, 2016)
Edge Columns
Edge Columns
Floor Columns Dimensions
G 650 mm X 650 mm
1 550 mm X 550 mm
2 450 mm X 450 mm
3 350 mm X 350 mm
14
Punching Shear
• To pass ∅ Vc ≥ Vu.
• 𝑉𝑢 = 𝑊𝑢 𝐴𝑡𝑟 – 𝐴’𝑐
• 𝑉𝑐 = 4 𝑓𝑐′𝑏 ∗ 𝑑
15(Rahul, 2016)
Results of Punching Shear
Center Columns
Floor Columns Dimensions Punching Shear
G 900 mm x 900 mm Pass
1 800 mm x 800 mm Pass
2 650 mm x 650 mm Fail
3 450 mm x 450 mm Fail
16
New Dimensions
Center Columns
Floor Columns Dimensions
G 900 mm x 900 mm
1 900 mm x 900 mm
2 750 mm x 750 mm
3 750 mm x 750 mm
17
Shear Wall
• Total length of all the shear wall sides = 24.7 m
• Effective area = 39.4m2
• Ag = 18333501 mm2 ( from excel sheet )
• The thickness obtained is 𝐴𝑔
𝑡𝑜𝑎𝑙 𝑙𝑒𝑛𝑔𝑡ℎ=
18333501 𝑚𝑚2
24700 𝑚𝑚=
7.4 𝑚𝑚 < 150 𝑚𝑚
18
Modeling
• Stress
• Member Failure
• Deflection Check
19
New Edge Columns
Edge Columns
Floor Columns Dimensions
G 650 mm X 650 mm
1 650 mm X 650 mm
2 600 mm X 600 mm
3 600 mm X 600 mm
20
Deflection
• 𝜕 =𝑙
240= 17.7/240= 73.75 mm. Use 25mm
• ∆ =5𝑤𝑙4
384 𝐸 𝐼= 23.72 mm < 25mm (pass)
• From ETABS: 23.13 mm < 25mm (pass)
21
22
Moving Load
23
Wind
• Max allowable drift is 0.02h
• h = 14m max drift = 0.28m.
• 3.4 mm on shorter face
• 3.88mm on longer face
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Earthquake
• Max allowable drift = 0.28m
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Story Elevation Location X-Dir Y-Dir
m mm mm
Story4 14 Top 1.598 12.158
Story3 10.5 Top 0.469 7.038
Story2 7 Top 0.411 4.928
Story1 3.5 Top 0.318 2.487
Base 0 Top 0 0
Story Response Values:
(Longer Face)
Story Elevation Location X-Dir Y-Dir
m mm mm
Story4 14 Top 5.796 3.673
Story3 10.5 Top 3.81 0.532
Story2 7 Top 2.482 0.35
Story1 3.5 Top 1.28 0.234
Base 0 Top 0 0
Story Response Values:
(Shorter Face)
Slab Reinforcement
• Slab thickness = 0.55 m
• Moment = 330 KN.m
• As = 1800 mm2 /m
• Use 14# 13 @ 55mm c/c
26
Ground & First Edge Columns
2750 mm
10 #43 @ 118mm
650 mm
650 mm
600 mm
#12 @ 150 mm
50 mm
• As = 13865 mm2
• Use 10#43 @118
mm c/c
Second & Third Edge Columns
2850 mm
10 #43 @ 118mm
600 mm
600 mm
550 mm
#12 @ 150 mm
50 mm
• As = 13349 mm2
• Use 10#43 @118
mm c/c
Ground & First Center Columns
29
• As = 21495 mm2
• Use 10#25 @225
mm c/c
Second & Third Center Columns
30
50 mm
10 #29 @ 170mm
750 mm
750 mm
700 mm
#10 @ 150 mm
50 mm
• As = 5625 mm2
• Use 10#29 @170
mm c/c
Shear Wall
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Shape Length
1 2.5m
2 2m
3 6m
4 4.7m
Total 24.7m
Section 1:
32
• As = 1500 mm2
• Use 8#16 @114
mm c/c
Section 2:
33
• As = 1125 mm2
• Use 6#16 @167
mm c/c
Section 3:
34
• As = 3750 mm2
• Use 10#22 @79
mm c/c
Section 4:
35
• As = 2940 mm2
• Use 8#22 @108
mm c/c
Shear Wall Summary
36
Shear Wall
Total length 24.7 m
Thickness 150 mm
Shear Wall Section 1 2 3 4
Ast (req.) 1500 𝑚𝑚2 1125 𝑚𝑚2 3750 𝑚𝑚2 2940 𝑚𝑚2
Reinforcement
(Each Side) 8#16 6#16 10#22 8#22
Ast (act.) 1592 𝑚𝑚2 1194 𝑚𝑚2 3870 𝑚𝑚2 3096 𝑚𝑚2
Ramp Reinforcement
37
• Ramp Thickness = 300mm
• Area of steel = 4773 mm2
• Use 6#32 @141 mm c/c
Soil Profile
38
Modified Soil Profile
• Dewatering System
• Decrease Water Table
• Removal of Top Layer
• Replace with Granular Soil
39
Pile Foundation
40
Loads from Columns
Mat Foundation
41
Critical Strips
42
Mmin = −20947 KN ∗ m y − strip (Fig. 5.4-5)
Mmax = 8761 KN ∗ m x − strip (Fig. 5.4-4)
Mmin = −4940 KN ∗ m x − strip (Fig. 5.4-4)
Mmax = 37029 KN ∗ m y − strip (Fig. 5.4-5)
Moment on the Strips
43
X-Strip:
Y-Strip:
Mat Reinforcement
44
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Constraints
Constraints Solution
Geotechnical
Water table at 1 m
Dewatering
Permanent drainage system
Sabkha Soil Excavation and Replacement
Material
Sulfates Type 5 sulfate resistance Portland
cement
Chlorides Coating the foundation
Environmental
Contaminated Water Transporting the contaminated
water to the right disposal place
Contaminated Soil Dispose the contaminated soil into
hazardous landfill
Structural Size of Structure
Min. 1000 car bays
Maximum 6 stories
Safety Road Crossing Pedestrian walkway
Cost Estimation
46
Unit Price Method:
Materials Volume Unit Price Total Price (SAR)
Concrete 29048 (m3) 199.5 (SAR/m3) 5,795,076
Reinforcement 4677.05 tons 2300(SAR/ton) 10,757,215
Finishing 38250 (m2) 64.91 (SAR/m2) 2,482,843.65
Total 19,035,134.35
Cost Estimation
47
Floors Area (m𝟐) Unit Price(SAR/m𝟐) Total(SAR)
G - Floor 7650 497.65 3,807,026.87
1st Floor 7650 497.65 3,807,026.87
2nd Floor 7650 497.65 3,807,026.87
3rd Floor 7650 497.65 3,807,026.87
4th Floor 7650 497.65 3,807,026.87
Total 19,035,134.35
Conclusion
• 5 Floors
• 214 / floor
• One way traffic
• 60 degree parking
• Cost 19 million SR
• Recommendation:
o Pathway to the campus
o Entrance to 3rd floor
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References
50
Questions
51
Answers
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